CN115492138A - High-steep rocky slope reinforcing method with ultra-long buried depth deterministic sliding surface - Google Patents
High-steep rocky slope reinforcing method with ultra-long buried depth deterministic sliding surface Download PDFInfo
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- CN115492138A CN115492138A CN202211409227.2A CN202211409227A CN115492138A CN 115492138 A CN115492138 A CN 115492138A CN 202211409227 A CN202211409227 A CN 202211409227A CN 115492138 A CN115492138 A CN 115492138A
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- 230000003014 reinforcing effect Effects 0.000 title claims abstract description 41
- 238000000034 method Methods 0.000 title claims abstract description 40
- 238000004873 anchoring Methods 0.000 claims abstract description 128
- 238000009933 burial Methods 0.000 claims abstract description 29
- 238000007596 consolidation process Methods 0.000 claims abstract description 29
- 238000009412 basement excavation Methods 0.000 claims description 38
- 230000008093 supporting effect Effects 0.000 claims description 17
- 230000005540 biological transmission Effects 0.000 claims description 11
- 230000000149 penetrating effect Effects 0.000 claims description 4
- 238000005728 strengthening Methods 0.000 claims 5
- 239000011435 rock Substances 0.000 abstract description 33
- 239000010410 layer Substances 0.000 description 10
- 230000002787 reinforcement Effects 0.000 description 5
- 238000010276 construction Methods 0.000 description 4
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 238000013461 design Methods 0.000 description 2
- 238000009826 distribution Methods 0.000 description 2
- 239000011229 interlayer Substances 0.000 description 2
- 229910000831 Steel Inorganic materials 0.000 description 1
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- 238000011161 development Methods 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- 238000012407 engineering method Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000011900 installation process Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 238000002407 reforming Methods 0.000 description 1
- 238000005507 spraying Methods 0.000 description 1
- 239000010959 steel Substances 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/20—Securing of slopes or inclines
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/74—Means for anchoring structural elements or bulkheads
- E02D5/76—Anchorings for bulkheads or sections thereof in as much as specially adapted therefor
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0046—Production methods using prestressing techniques
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2600/00—Miscellaneous
- E02D2600/30—Miscellaneous comprising anchoring details
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
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- Y02A10/23—Dune restoration or creation; Cliff stabilisation
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Abstract
The invention discloses a method for reinforcing a high and steep rocky slope with an overlong burial depth deterministic sliding surface, which comprises a dug-out natural slope surface 1A, a reserved natural slope surface 1B, an engineering slope digging surface 2, a deterministic bottom sliding surface 3A, a deterministic deep trailing edge sliding surface 3B with a distance larger than 80m from a blank surface, an anchoring hole, a series of prestressed anchor cables and other structures. The method mainly aims at the ultra-long buried depth sliding structure surface (the horizontal and vertical buried depth is more than 80 m) existing in the existing rock slope, and can effectively solve the stability problem of the high and steep rock slope of the ultra-long buried depth sliding structure surface by arranging the anchoring holes in the rock block body, performing consolidation grouting on the periphery of the anchoring holes to enhance the bearing capacity of the anchoring holes and arranging the prestressed anchor cables in the direction of the sliding surface in the anchoring holes.
Description
Technical Field
The invention relates to the technical field of rock high slope prestress anchoring, in particular to a high steep rock slope reinforcing method with an ultra-long buried depth deterministic sliding surface.
Background
In recent 20 years, a series of large hydropower projects in western regions are developed by the nation, and when hydropower projects are built in the western deep mountain canyon regions, the common problems of high and steep engineering side slopes, large scale, complex effect, high control difficulty, poor stability and the like are encountered, wherein the problem of rock side slope stability is the most prominent problem. The stability of the rock slope is mainly controlled by a structural sliding surface (a weak interlayer or an interlayer dislocation zone), the structural surfaces are mutually cut to form blocks in different shapes, and the instability of the blocks is one of the main characteristics of rock slope damage.
At present, conventional geological exploration methods such as exploration adit, drilling, geodetic radar and the like can effectively detect the distribution and the trend of the internal sliding surface of a rock slope, mainly adopt reinforcing modes such as anchor rods, anti-slide piles, prestressed anchor cables and the like under the condition of a shallow sliding structural surface (the horizontal buried depth and the vertical buried depth are both less than 50-60m), particularly have good reinforcing effect when the length of the prestressed anchor cable is less than 70m, and are widely applied to engineering practice.
The influence of geological structure motion on mountains in the west region is strong, the ground stress distribution is complex, the unloading effect at narrow river valleys is obvious, the buried depth of the detected sliding surface of the rock slope structure is obviously deepened compared with that of the sliding surface in the east region of China, the depth of part of the sliding surface can even reach 150m to 200m, and due to the limitation of processing, manufacturing and field installation processes, the prestressed anchor cable has no application precedent for the anchor cable with the length of more than 80 m. Under the condition, the common reinforcing modes of the sliding surface with large burial depth (more than 80 m) are a shear-resistant hole and an anchoring hole, but after the large-scale hydroelectric engineering such as Raschig tiles, brocade screens, big hills and the like is applied, the reinforcing effect of passive supporting structures such as the shear-resistant hole and the anchoring hole is poor compared with that of active supporting structures such as prestressed anchor cables, and the stability degree of the side slope is not large enough. After the buried depth of the sliding surface reaches 150m to 200m, no effective anchoring and reinforcing means exist at present, and the stability of the side slope in the junction area is influenced.
Disclosure of Invention
The invention provides a method for reinforcing a high and steep rocky slope with an ultra-long burial depth deterministic sliding surface, and aims to make up for the defects of the prior art. The method mainly aims at the ultra-long buried depth sliding structure surface (the horizontal and vertical buried depth is more than 80 m) existing in the existing rock slope, the stability problem of the high and steep rock slope of the ultra-long buried depth sliding structure surface can be effectively solved by arranging the anchoring holes in the rock block body, carrying out consolidation grouting on the periphery of the anchoring holes to enhance the bearing capacity of the rock block body, and arranging the prestressed anchor cables in the anchoring holes in the sliding surface direction.
The invention adopts the following technical scheme to realize the purpose of the invention: a high and steep rocky slope reinforcement method with a super-long buried depth deterministic sliding surface comprises a dug-out natural side slope surface, a reserved natural side slope surface, an engineering side slope digging surface, a deterministic bottom sliding surface and a deterministic deep trailing edge sliding surface with a distance larger than 80m from a free surface; the method is characterized in that: reinforcing the outer side of the section with the determined bottom sliding surface buried depth less than 80m by adopting quincunx-shaped prestressed anchor cables on the engineering side slope excavation surface ground surface; reinforcing the section with the definite bottom sliding surface burial depth of more than or equal to 80m by combining the anchoring hole with the prestressed anchor cable; and arranging an anchoring hole outside the deterministic deep sliding surface of the trailing edge, wherein the anchoring hole reinforces the deterministic deep sliding surface of the trailing edge by radially arranged prestressed anchor cables.
In the method for reinforcing the high steep rock slope with the ultra-long burial depth deterministic sliding surface, when the distance between the deterministic deep trailing edge sliding surface and the free surface is 80-150 m, a group of anchoring holes are arranged, the axes of the group of anchoring holes are spatially distributed in parallel with the deterministic deep trailing edge sliding surface, and the distance between the anchoring holes and the deterministic deep trailing edge sliding surface is kept to be more than 15 m; the vertical height difference of adjacent anchoring holes is 15 to 20m.
In the method for reinforcing the high and steep rocky slope with the ultra-long burial depth deterministic sliding surface, when the distance between the deterministic deep layer rear edge sliding surface and the free surface is 150-200m, two groups of anchoring holes are arranged, the axes of the two groups of anchoring holes and the deterministic deep layer rear edge sliding surface are spatially distributed in parallel, the distance between the two groups of anchoring holes is 50-70m, and the two groups of anchoring holes are correspondingly connected through relay opposite-penetrating prestressed anchor cables; a group of anchoring holes close to the reserved natural slope ground surface reinforce the reserved natural slope ground surface through a supporting natural slope force transmission pre-stressed anchor cable; a plurality of anchor holes near the deterministic deep sliding surface of the trailing edge are reinforced by radially arranged prestressed anchor cables.
In the method for reinforcing the high and steep rock slope with the ultra-long burial depth deterministic sliding surface, the anchoring hole is provided with anchoring consolidation grouting in the anchoring direction, and consolidation grouting is arranged in the other directions of the anchoring hole.
In the method for reinforcing the high steep rock slope with the ultra-long burial depth deterministic sliding surface, the section with the determined bottom sliding surface burial depth of more than or equal to 80m is combined with the prestressed anchor cable reinforcement through the anchoring hole, and the distance between the anchoring hole and the deterministic bottom sliding surface is more than 15m.
In the method for reinforcing the high and steep rock slope with the ultra-long buried depth deterministic sliding surface, the arrangement height of the anchoring holes is lower than the highest height of the ground surface of the engineering slope excavation surface, and the anchoring holes reinforce the ground surface of the engineering slope excavation surface through the force-transferring prestressed anchor cables for supporting the excavation slope.
In the method for reinforcing the high and steep rock slope with the ultra-long buried depth deterministic sliding surface, the arrangement height of the anchoring holes is lower than the highest height of the ground surface of the engineering slope excavation surface, the adjacent anchoring holes are connected through arrangement, connection, consolidation and grouting, and the connection, consolidation and grouting coverage area is also used for reinforcing the ground surface of the engineering slope excavation surface through the force-transferring prestressed anchor cables for supporting the excavation slope.
In the method for reinforcing the high steep rocky slope with the ultra-long burial depth deterministic sliding surface, the concrete lining with the thickness of 60 to 80cm is arranged around the anchoring hole.
In the method for reinforcing the high steep rock slope with the ultra-long burial depth deterministic sliding surface, the depth of the quincunx prestressed anchor cables, the fan-shaped prestressed anchor cables penetrating into the deterministic bottom sliding surface and the deterministic deep rear edge sliding surface is more than 10m.
Compared with the prior art, the invention has the following beneficial effects:
1. aiming at the problem that no effective anchoring and reinforcing means exists at present after the overlength buried depth sliding structure surface in the existing rock slope is larger than 80m, particularly the sliding surface buried depth reaches 150-200m, the method can effectively solve the stability problem of the high and steep rock slope of the overlength buried depth sliding structure surface by arranging the anchoring hole in the rock block body, performing consolidation grouting on the periphery of the anchoring hole to reinforce the bearing capacity of the anchoring hole and arranging the prestressed anchor rope in the direction of the sliding surface in the anchoring hole, and has moderate implementation cost, feasible technology and high practical value.
2. The reinforcing method provided by the invention is realized by utilizing the anchoring holes, and can be combined with the existing side slope if the structures such as the anchoring holes, the traffic holes, the drainage holes and the like are arranged in the existing side slope by excavation. Therefore, the method can fully utilize the existing excavation space, and save the engineering cost and the construction period.
3. Compared with the existing passive reinforcing method such as a simple shear-resistant tunnel or an anchoring tunnel, the active reinforcing method is adopted, and the reinforcing effect is better.
4. The invention can effectively reinforce the excavation surface of the engineering side slope and the deterministic bottom sliding surface through the quincunx-shaped arranged prestressed anchor cables, the supporting excavation side slope force transmission prestressed anchor cables and the anchoring holes, and the prestressed anchor cables connected with the anchoring holes and the anchoring holes, and the shallow layer stability and the deep layer stability of the excavation side slope can be effectively improved through the treatment.
5. The invention can realize the reinforcement of adjacent anchoring holes by connecting, consolidating and grouting, and the stability and strength of the rock mass are enhanced after the anchoring holes and the periphery are treated by consolidating and grouting.
6. The invention creates a mode of excavating anchoring holes side by two groups (multiple groups), can effectively reinforce the deterministic deep trailing edge sliding of the burial depth of the face exceeding 150m by combining the prestressed anchor cables arranged in a radial shape, the relay counter-penetrating prestressed anchor cables and the force-transferring prestressed anchor cables for supporting the natural side slope, has good reinforcing effect even if the deterministic deep trailing edge of the burial depth of the face reaching 200m is reinforced, makes up the existing anchoring reinforcing means for the ultra-long burial depth deterministic sliding surface, and has very high application value.
Drawings
In order to more clearly illustrate the embodiments of the present application or the technical solutions in the prior art, the drawings needed to be used in the description of the embodiments or the prior art will be briefly introduced below, and it is obvious that the drawings in the following description are only some embodiments of the present application, and it is obvious for those skilled in the art that other drawings can be obtained according to the drawings without inventive exercise.
FIG. 1 is a schematic structural view of embodiment 1 of the present invention;
FIG. 2 is a schematic view of the peripheral structure of the anchoring hole;
FIG. 3 is a schematic view of the structure of embodiment 2;
fig. 4 is a schematic structural view of embodiment 3.
Description of the reference numerals: 1A-digging out a natural side slope profile; 1B-reserving a natural side slope terrain surface; 2-engineering side slope excavation surface; 3A-a deterministic bottom sliding surface; 3B-a deterministic deep trailing edge sliding surface; 4-anchoring holes; 5A-consolidation grouting; 5B, anchoring, consolidating and grouting; 5C-connection consolidation grouting; 6A-a prestressed anchor cable arranged in a quincunx shape; 6B-prestressed anchor cables arranged in a radial manner; 6C, supporting and excavating a slope force transmission pre-stressed anchor cable; 6D-supporting a force transmission pre-stressed anchor cable of a natural side slope; 6E-relay opposite-penetrating prestressed anchor cables.
Detailed Description
In order to make the technical solutions better understood by those skilled in the art, the technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the drawings in the embodiments of the present application, and it is obvious that the described embodiments are only partial embodiments of the present application, but not all embodiments. All other embodiments obtained by a person of ordinary skill in the art based on the embodiments in the present application without making any creative effort shall fall within the protection scope of the present application.
In this application, the terms "upper", "lower", "left", "right", "front", "rear", "top", "bottom", "inner", "outer", "middle", "vertical", "horizontal", "lateral", "longitudinal", and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings. These terms are used primarily to better describe the present application and its embodiments, and are not used to limit the indicated devices, elements or components to a particular orientation or to be constructed and operated in a particular orientation.
Moreover, some of the above terms may be used to indicate other meanings besides the orientation or positional relationship, for example, the term "on" may also be used to indicate some kind of attachment or connection relationship in some cases. The specific meaning of these terms in this application will be understood by those of ordinary skill in the art as appropriate.
Furthermore, the terms "mounted," "disposed," "provided," "connected," and "arranged" are to be construed broadly. For example, it may be a fixed connection, a removable connection, or a unitary construction; can be a mechanical connection, or an electrical connection; may be directly connected, or indirectly connected through intervening media, or may be in internal communication between two devices, elements or components. The specific meaning of the above terms in the present application can be understood by those of ordinary skill in the art as appropriate.
It should be noted that the embodiments and features of the embodiments in the present application may be combined with each other without conflict. The present application will be described in detail below with reference to the accompanying drawings in conjunction with embodiments.
Example 1. A high and steep rocky slope reinforcement method with a very long buried depth deterministic sliding surface is disclosed, as shown in fig. 1-2, in the reinforcement method, based on a excavated natural slope surface 1A, a reserved natural slope surface 1B, an engineering slope excavation surface 2, and a deterministic deep trailing edge sliding surface 3B of a deterministic bottom sliding surface 3A; reinforcing the outer side of the section of which the burial depth of the deterministic bottom sliding surface 3A is less than 80m by adopting quincunx-shaped prestressed anchor cables 6A on the engineering side slope excavation surface ground surface 2; the sections with the determined bottom sliding surface 3A buried depth of more than or equal to 80m are reinforced by combining the anchoring holes 4 with prestressed anchor cables; an anchoring hole 4 is arranged outside the definitive trailing edge deep sliding surface 3B, and the definitive trailing edge deep sliding surface 3B is reinforced by the anchoring hole 4 through a radially arranged prestressed anchor rope 6B.
In this embodiment, the deterministic deep trailing sliding surface 3B is spaced apart from the free surface by a distance of 80m to 150m, the plurality of anchor holes 4 are arranged in a set, the axes of the set of anchor holes 4 are spatially parallel to the deterministic deep trailing sliding surface 3B, and the anchor holes 4 are spaced apart from the deterministic deep trailing sliding surface 3B by a distance of more than 15m.
The vertical height difference of the adjacent anchoring holes 4 is 15-20m.
The anchoring hole 4 is provided with anchoring consolidation grouting 5B in the anchoring direction, and conventional consolidation grouting 5A is arranged in the rest direction of the anchoring hole 4.
Said section with a burial depth of 80m or more for the definitive bottom sliding surface 3A is consolidated by means of anchoring cavities 4 in combination with prestressed anchor lines, the anchoring cavities 4 being more than 15m from the definitive bottom sliding surface 3A.
And a concrete lining 4A with the thickness of 60-80cm is arranged around the anchoring hole 4.
The depth of the quincunx prestressed anchor cables 6A and the sector prestressed anchor cables 6B penetrating into the reinforcing deterministic bottom sliding surface 3A and the deterministic deep layer rear edge sliding surface 3B is more than 10m.
Example 2. A method for reinforcing a high-steep rocky slope with an ultra-long buried depth deterministic sliding surface is disclosed, and as shown in figure 3, the method is carried out on the basis of embodiment 1, the arrangement height of anchoring holes 4 is lower than the highest height of a ground surface 2 of an engineering slope excavation surface, adjacent anchoring holes 4 are connected through arrangement, connection, consolidation and grouting 5C, and a connection, consolidation and grouting coverage area 5C is also used for reinforcing the ground surface 2 of the engineering slope excavation surface through a supporting excavation slope force transferring prestressed anchor cable 6C.
According to the design requirement of the slope stability, when the excavated slope is a rock mass with relatively poor integrity (structural plane development, IV-class or above rock mass), the rock mass between the anchoring hole and the face surface can be supported on the engineering slope by using a supporting excavated slope force-transferring prestressed anchor cable 6C, and the deterministic deep-layer rear edge sliding surface 3B is reinforced by arranging the radially-arranged prestressed anchor cables 6B in the anchoring hole 4.
Longer connecting consolidation grouting holes 5C are needed to be oppositely arranged between the anchoring holes 4 and are used for reinforcing the rock mass among the multiple rows of anchoring holes 4, and after the anchoring holes 4 and the periphery are treated by the connecting consolidation grouting holes 5C and the anchoring consolidation grouting holes 5B, the stability and the strength of the rock mass are enhanced. The engineering side slope excavation face 2 is provided with prestressed anchor cables to the periphery of 4 holes of the anchoring hole, the prestressed anchor cables 6C of the supporting excavation side slope play a role in relay transmission, and through the mode of treatment, the shallow layer stability and the deep layer stability of the excavation side slope can be effectively improved.
Example 3. A method for reinforcing a high and steep rocky side slope with an ultra-long burial depth deterministic sliding surface is disclosed, as shown in figure 4, in the method, based on a excavated natural side slope terrain surface 1A, a reserved natural side slope terrain surface 1B, an engineering side slope excavation surface 2 and a deterministic deep trailing edge sliding surface 3B of a deterministic bottom sliding surface 3A; wherein the deterministic bottom sliding surface 3A and the deterministic deep trailing sliding surface 3B are determined by a geologist through various exploration means.
Reinforcing the outer side of the section with the determined bottom sliding surface 3A buried depth less than 80m by adopting quincunx-shaped prestressed anchor cables 6A on the engineering side slope excavation surface ground surface 2; the quincunx arrangement is preferably 3m × 3m and 3m × 4m.
The sections of the definite bottom sliding surface 3A with a burial depth of 80m or more are reinforced by the anchoring holes 4 in combination with prestressed anchor cables.
An anchoring hole 4 is arranged outside the definitive trailing edge deep sliding surface 3B, and the definitive trailing edge deep sliding surface 3B is reinforced by the anchoring hole 4 through a radially arranged prestressed anchor rope 6B. Wherein, the prestressed anchor cables 6A and the prestressed anchor cables 6B which are arranged in a radial shape carry out related construction operation in the space of the anchoring hole 4.
In this embodiment, when the distance between the deterministic deep trailing edge sliding surface 3B and the adjacent empty surface is 150m to 200m, since a single row of anchor holes 4 also loses a good effect, two groups of anchor holes 4 are arranged, the distance between the two groups of anchor holes 4 is 50m to 70m, which is substantially equivalent to the length of a common prestress opposite-penetrating anchor cable, and the axes of the two groups of anchor holes 4 are substantially parallel to the deterministic deep trailing edge sliding surface 3B in space.
The two groups of anchoring holes 4 are correspondingly connected through the relay opposite-penetrating prestressed anchor cables 6E. The relay provides relay force transmission action for the pre-stressed anchor cable 6E.
And a group of anchoring holes 4 close to the reserved natural slope ground surface 1B are used for reinforcing the reserved natural slope ground surface 1B through a supporting natural slope force transmission pre-stressed anchor cable 6D.
A set of anchoring holes 4 close to the definitive trailing edge deep sliding surface 3B stiffen the definitive trailing edge deep sliding surface 3B by means of radially arranged pre-stressed anchor cables 6B. The group of anchoring holes 4 and the rear edge deep sliding surface 3B keep a proper distance of more than 15m, so that the supporting effect of the prestressed anchor cable is guaranteed, and the anchoring ends can penetrate through the fixed sliding surface for more than 15m.
Said section having a burial depth of 80m or more with respect to the definitive bottom sliding surface 3A is consolidated by means of anchoring cavities 4 in combination with prestressed anchor lines, the anchoring cavities 4 being more than 15m from the definitive bottom sliding surface 3A. The distance between the upper layer and the lower layer of the anchoring hole 4 is determined by the total number of anchor cables 6B to be arranged, the arrangement distance of the anchor cables, the integrity degree of a rock body and physical and mechanical parameters, and the vertical height difference is preferably more than 15-20m.
The arrangement height of the anchoring holes 4 is lower than the highest height of the engineering side slope excavation surface ground surface 2, and the anchoring holes 4 reinforce the engineering side slope excavation surface ground surface 2 through supporting excavation side slope force transmission pre-stressed anchor cables 6C.
The arrangement height of the anchoring holes 4 is lower than the highest height of the engineering side slope excavation surface ground surface 2, the adjacent anchoring holes 4 are connected through arrangement, connection, consolidation and grouting 5C, and the connection, consolidation and grouting 5C also reinforces the engineering side slope excavation surface ground surface 2 through a support excavation side slope force transfer pre-stressed anchor cable 6C.
The depth of the quincunx prestressed anchor cables 6A and the sector prestressed anchor cables 6B penetrating into the deterministic bottom sliding surface 3A and the deterministic deep trailing edge sliding surface 3B is more than 10m.
The anchoring hole 4 can be obtained by reforming a tunnel (exploration adit, drainage hole, construction branch hole or shear-resistant hole, etc.) with a suitable position in the engineering. Concrete linings 4A are arranged around the anchoring hole 4, the lining can be a conventional lining, the thickness is 60-80cm, and if the surrounding of the anchoring hole is IV-type or above rock mass, the lining thickness is increased. And if the anchor cable is subjected to post-tensioning, reserving a tensioning hole position of the anchor cable at the position of the prestressed anchor cable 6B. Enough reinforcing steel bars are arranged in the lining 4A, the reinforcing steel bars are arranged in an encrypted manner at the high-stress area part at the end head caused by the stretching of the prestressed anchor cable 6B, and the section area of the reinforcing steel bars
（
In order to take into account the resultant of the anchoring forces with a certain safety margin coefficient,
the designed value of the compressive strength of the steel bar is configured) to meet the self stability of the anchoring hole, and the bearing capacity of the lining structure under the action of the prestress load needs to be ensured.
In order to ensure that rock mass around the anchoring hole 4 has enough uniformity and strength, consolidation grouting 5A and anchoring consolidation grouting 5B in the anchoring direction are arranged around the anchoring hole 4, the depth of the anchoring consolidation grouting 5B is deeper than that of the consolidation grouting 5A, the consolidation grouting is constructed in two steps, the depth of a grouting hole is preferably 8 to 15m, the specific hole depth value is comprehensively determined according to rock conditions around the hole and the stress value of an anchor cable, the distance between consolidation grouting drill holes is deepened in the acting force direction of the prestressed anchor cable 6B, and the grouting pressure is properly increased. And after the consolidation grouting 5A is finished and the design age is reached, mounting a prestressed anchor cable 6B at the side wall of the tunnel, wherein the mounting mode of the anchor cable is a conventional engineering method, and the length of the anchor cable needs to be ensured to pass through the deep sliding surface 3B of the rear edge and a preset certain depth (more than 10 m) is reserved. The prestressed anchor cables 6B are radially arranged towards the sliding surface direction, so that the anchoring ends of the prestressed anchor cables are prevented from being excessively concentrated.
The section of the anchoring hole 4 is of an urban opening type, the section size range can be 5.0 multiplied by 5.7m to 8.0 multiplied by 9.0m (clear width multiplied by clear height), the arrangement number and the length of the anchoring hole are based on the reference of a sliding surface with definite definition provided by geological profession, if the whole slope area has the sliding surface with definite definition, the whole area is reinforced, and if only part of the area has the sliding surface, only the part of the length of the anchoring hole is required to be arranged. And the driving of the anchoring tunnel 4 adopts a smooth blasting method, and the temporary support is carried out in the tunnel by adopting anchor spraying.
The general profiles of different engineering geology can be combined and implemented by combining the above embodiments.
The above description is only for the preferred embodiments of the present application, but the scope of the present application is not limited thereto, and any person skilled in the art can substitute or change the technical solution of the present application and its concept within the technical scope of the present application, and shall be covered by the scope of the present application.
Claims (9)
1. A method for reinforcing a high-steep rocky side slope with an ultra-long burial depth deterministic sliding surface is characterized by comprising the following steps: the engineering slope excavation device comprises an excavated natural slope surface (1A), a reserved natural slope surface (1B), an engineering slope excavation surface (2), a deterministic bottom sliding surface (3A) and a deterministic deep trailing edge sliding surface (3B) with a distance larger than 80m from an empty surface; the method is characterized in that: reinforcing the outer side of the section with the determined bottom sliding surface (3A) embedded depth less than 80m by adopting quincunx-shaped prestressed anchor cables (6A) on the engineering side slope excavation surface ground surface (2); the sections with the determined bottom sliding surface (3A) buried depth of more than or equal to 80m are reinforced by combining the prestressed anchor cables through the anchor holes (4); an anchoring hole (4) is arranged outside the deterministic deep sliding surface (3B) of the trailing edge, and the anchoring hole (4) reinforces the deterministic deep sliding surface (3B) of the trailing edge by radially arranged prestressed anchor cables (6B).
2. A method of strengthening a steep rocky slope with an ultra-long definitive sliding surface on burial depth according to claim 1, wherein: when the distance between the deterministic deep trailing edge sliding surface (3B) and the adjacent empty surface is 80m-150m, the anchoring holes (4) are arranged in one group, the axes of the anchoring holes (4) are spatially distributed in parallel with the deterministic deep trailing edge sliding surface (3B), and the distance between the anchoring holes (4) and the deterministic deep trailing edge sliding surface (3B) is kept to be more than 15 m; the vertical height difference of the adjacent anchoring holes (4) is 15-20m.
3. The method for reinforcing a steep rocky slope with an ultra-long burial depth deterministic sliding surface according to claim 2, wherein: when the distance between the deterministic deep trailing edge sliding surface (3B) and the free surface is 150-200m, two groups of anchoring holes (4) are arranged, the axes of the two groups of anchoring holes (4) are spatially distributed in parallel with the deterministic deep trailing edge sliding surface (3B), the distance between the two groups of anchoring holes (4) is 50-70m, and the two groups of anchoring holes (4) are correspondingly connected through relay opposite-penetrating prestressed anchor cables (6E); a group of anchoring holes (4) close to the reserved natural slope terrain surface (1B) reinforce the reserved natural slope terrain surface (1B) through a supporting natural slope force transmission pre-stressed anchor cable (6D); a set of anchoring cavities (4) close to the definitive deep sliding surface (3B) of the trailing edge reinforce the definitive deep sliding surface (3B) by means of radially arranged prestressed anchoring cables (6B).
4. A method of strengthening a steep rocky slope with an ultra-long definitive sliding surface on burial depth according to claim 1, wherein: the anchoring hole (4) is provided with anchoring consolidation grouting (5B) in the anchoring direction, and the other directions of the anchoring hole (4) are provided with consolidation grouting (5A).
5. A method of strengthening a steep rocky slope with an ultra-long definitive sliding surface on burial depth according to claim 1, wherein: the sections with a depth of burial equal to or greater than 80m for the definitive bottom sliding surface (3A) are reinforced by the anchoring holes (4) in combination with the prestressed anchor cables, and the distance between the anchoring holes (4) and the definitive bottom sliding surface (3A) is greater than 15m.
6. The method for reinforcing a steep rocky slope with an ultra-long burial depth deterministic sliding surface according to claim 1, wherein: the arrangement height of the anchoring hole (4) is lower than the highest height of the engineering side slope excavation surface ground surface (2), and the anchoring hole (4) reinforces the engineering side slope excavation surface ground surface (2) through a supporting excavation side slope force transmission pre-stressed anchor cable (6C).
7. Method for consolidating a steep rocky slope with an overlength burial depth definitive sliding surface, according to claim 6, characterized in that: the arrangement height of the anchoring holes (4) is lower than the highest height of the engineering side slope excavation surface ground surface (2), adjacent anchoring holes (4) are connected through arrangement, connection, consolidation and grouting (5C), and the connection, consolidation and grouting (5C) coverage area is also used for reinforcing the engineering side slope excavation surface ground surface (2) through supporting excavation side slope force transmission prestressed anchor cables (6C).
8. A method of strengthening a steep rocky slope with an ultra-long definitive sliding surface on burial depth according to claim 1, wherein: and a concrete lining (4A) with the thickness of 60-80cm is arranged around the anchoring hole (4).
9. A method of strengthening a steep rocky slope with an ultra-long definitive sliding surface on burial depth according to claim 1, wherein: the depth of the quincunx prestressed anchor cables (6A) and the sector prestressed anchor cables (6B) penetrating into the fixed bottom sliding surface (3A) and the fixed deep rear edge sliding surface (3B) is more than 10m.
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